CN108532543B - Auxiliary anti-seepage layer-paving structure for foundation pit on upstream of dam - Google Patents
Auxiliary anti-seepage layer-paving structure for foundation pit on upstream of dam Download PDFInfo
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- CN108532543B CN108532543B CN201810516497.0A CN201810516497A CN108532543B CN 108532543 B CN108532543 B CN 108532543B CN 201810516497 A CN201810516497 A CN 201810516497A CN 108532543 B CN108532543 B CN 108532543B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
- E02B3/123—Flexible prefabricated covering elements, e.g. mats, strips mainly consisting of stone, concrete or similar stony material
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Revetment (AREA)
- Road Paving Structures (AREA)
Abstract
The application discloses an auxiliary impermeable paving structure for an upstream foundation pit of a dam, which belongs to the field of hydraulic and hydroelectric engineering and provides an auxiliary impermeable paving structure for the upstream foundation pit of the dam, wherein an impermeable curtain and the self-healing capacity of a dam foundation rock can be utilized more effectively. According to the application, by arranging the impermeable paving layer, the impermeable curtain area and rock mass cracks in the dam foundation rock can be filled by the 'granular' substances in the impermeable paving layer in the water seepage process, so that favorable conditions can be provided for the 'self-healing capacity' of the impermeable curtain and the dam foundation rock, the actual impermeable effect of an impermeable system is improved, and the overall water seepage flow of the dam is finally reduced.
Description
Technical Field
The application relates to the technical field of water conservancy and hydropower engineering, in particular to an auxiliary seepage-proofing paving structure for an upstream foundation pit of a dam.
Background
The seepage prevention of the common dam is mainly realized by means of a seepage prevention curtain or a seepage prevention wall arranged in the dam foundation. The impermeable curtain or wall is characterized in that a impermeable structure is formed by drilling grouting holes at the positions below a dam foundation and inside mountain dam foundations on two sides in the axial direction of the dam, and cement slurry is filled into the interior of a basic rock body to fill rock body cracks, so that the impermeable purpose is achieved in a mode of blocking a water permeable channel of high-pressure reservoir water or increasing seepage diameter, and the impermeable effect is determined by factors such as grouting effect and curtain depth.
In practical engineering observation, most engineering seepage flow after dam is reduced to a certain extent after a period of time, that is to say, seepage-proof curtains, dam foundation rocks and the like have a certain degree of self-healing capacity. The reason for the analysis is that when the reservoir water flows through the rock mass cracks, the water seepage channels are blocked by the 'particle' substances carried in the water, so that the water seepage flow is reduced. However, little research is currently done on how to improve the "self-healing ability" of impermeable curtains and dam foundation rocks, resulting in insufficient effective utilization of the "self-healing ability" of impermeable curtains and dam foundation rocks. Therefore, it is necessary to conduct targeted exploration and research on this.
In addition, for a high arch dam with the thickness of about 200m, the condition that the arch dam is basically built and cannot store water often occurs under the influence of the consolidation grouting and joint grouting progress of a dam foundation, the arch dam is of an upstream inverted-suspension structure, the bad condition that the toe of the arch dam is pulled and the dam body is inclined forwards possibly occurs in an empty warehouse, and the damage to the dam body is easy to occur.
In addition, the temperature field of the upstream dam heel part is complex, the temperature gradient of the dam body concrete temperature, the dam foundation ground temperature and the reservoir bottom water temperature is large, so that a large temperature load is generated at the part, and further, a large stress which is easy to occur at the part can be further deteriorated; adversely affecting the safety of the dam structure.
Disclosure of Invention
The application solves the technical problems that: the problem that the self-healing capacity of the impermeable curtain and the dam foundation rock is not fully utilized is solved; the auxiliary impermeable paving structure for the upstream foundation pit of the dam can effectively utilize impermeable curtains and the self-healing capacity of the foundation rock of the dam foundation, and finally improve the overall impermeable capacity of the dam.
The technical scheme adopted for solving the technical problems is as follows: the auxiliary impermeable layer structure for the foundation pit at the upstream side of the dam comprises a dam body and impermeable curtains, wherein the impermeable curtains are arranged below the dam body, the upper ends of the impermeable curtains are connected with the lower ends of the dam body, an impermeable layer is paved at the bottom of the foundation pit at the upstream side of the dam body, and the impermeable layer is connected with the dam surface at the upstream side of the dam body.
Further is: the seepage-proofing pavement sequentially comprises a first pavement, a second pavement and a compression-weight pavement from bottom to top; the first pavement is a first sand pavement, and the second pavement is a fly ash pavement or a stone powder pavement.
Further is: the press heavy pavement comprises a third pavement, a fourth pavement and a fifth pavement from bottom to top in sequence; the third pavement is a second sand pavement, the fourth pavement is a nonwoven geotextile pavement, and the fifth pavement is a stone residue pavement.
Further is: the thickness of the first ply is not less than half of the total thickness of the impermeable ply.
Further is: the thickness of the second layer is 2m-3m.
Further is: the fourth layer is at least one layer of non-woven geotextile.
Further is: the thickness of the fifth ply is not less than 3m.
Further is: the press heavy pavement comprises a third pavement, a fourth pavement and a fifth pavement from bottom to top in sequence; the third pavement is a non-woven geotextile pavement, the fourth pavement is a second sand pavement, and the fifth pavement is a stone residue pavement
Further is: the seepage-proofing layer is a sandy soil layer.
Further is: the impermeable curtain is replaced by an impermeable wall.
The beneficial effects of the application are as follows: according to the application, by arranging the impermeable paving layer, the 'granular' substances in the impermeable paving layer can be used for plugging the impermeable curtain area and the rock mass cracks in the dam foundation rock in the water seepage process, so that more favorable conditions can be provided for the 'self-healing capacity' of the impermeable curtain area and the dam foundation rock, the impermeable effect after self-healing is improved, and the overall water seepage flow of the dam is finally reduced. In addition, the first sand soil layer and the fly ash layer or the stone powder layer are arranged, so that the rock mass cracks can be firstly plugged through sand with coarser relative grain size, then the rock mass cracks can be plugged secondarily through fly ash or stone powder with finer relative grain size, the plugging effect on the rock mass cracks can be further improved, and the integral seepage prevention effect of the dam is further improved.
Drawings
FIG. 1 is a schematic cross-sectional view of an auxiliary impermeable flooring structure for a foundation pit upstream of a dam according to the present application;
marked in the figure as: dam body 1, impervious curtain 2, upstream side dam face 3, first layer 4, second layer 5, third layer 6, fourth layer 7, fifth layer 8, and dam foundation rock 9.
Detailed Description
The application is further described below with reference to the drawings and the detailed description.
As shown in fig. 1, the auxiliary impermeable layer structure for the foundation pit at the upstream side of the dam comprises a dam body 1 and an impermeable curtain 2, wherein the impermeable curtain 2 is arranged below the dam body 1, the upper end of the impermeable curtain 2 is connected with the lower end of the dam body 1, an impermeable layer is paved at the bottom of the foundation pit at the upstream side of the dam body 1, and the impermeable layer is connected with an upstream side dam surface 3 of the dam body 1. Wherein, the seepage-proof curtain 2 is a main seepage-proof structure; not generally, the impermeable curtain 2 may also be replaced by a wall.
The impermeable layer of the application is a foundation pit bottom paved on the upstream side of the dam body 1, as shown in figure 1. The impermeable layer is in a plane layered structure after being paved and is connected with the upstream side dam surface 3 of the dam body 1 after being paved, and the rest edges of the impermeable layer are connected with the excavation line at the upstream of the dam and the banks at the two sides of the river channel. In addition, since the dam foundation rock 9 at the root position of the dam body 1 is usually the deepest in excavation depth, and the shallower the excavation depth is further upstream, that is, refer to the illustration in fig. 1: upstream of the dam body, its excavation line is inclined downward in the water flow direction, and the excavation line may be a slope structure which is inclined downward or a stepped-down structure in theory, as in the specific example shown in fig. 1. In this case, the corresponding tiling area of the impermeable ply will gradually increase from bottom to top.
The anti-seepage paving layer has the functions of paving 'granular' materials with a certain grain size range to the bottom of a foundation pit, further playing a role in plugging rock cracks by the 'granular' materials in the anti-seepage paving layer in the seepage process after water storage of a dam, further providing favorable conditions for 'self-healing capacity' of anti-seepage curtains and dam foundation rocks, improving the anti-seepage effect after self-healing, and finally reducing the overall seepage flow of the dam. The impermeable layer can be of a single-layer structure or a composite layer structure, for example, the impermeable layer can be integrally provided with only one sand layer.
More specifically, in order to improve the effect of the impermeable layer, it is preferable to provide the impermeable layer as a composite layer structure, as shown in reference to fig. 1, the impermeable layer may be provided with a first layer 4, a second layer 5 and a compression layer in order from bottom to top; the first pavement 4 is a first sand pavement, and the second pavement 5 is a fly ash pavement or a stone powder pavement. The first layer 4 adopts a sand layer, namely a layer of layer structure formed by sand after being paved, and aims to perform primary plugging action on rock cracks by utilizing particles with a certain particle size range in the sand layer; the second paving layer 3 adopts a fly ash paving layer or a stone powder paving layer, namely a paving layer structure formed by paving the fly ash or the stone powder; the purpose is to utilize the particles with smaller particle size relative to the sand in the fly ash or the stone powder, so that after the larger particles in the sand pavement perform primary plugging action on the rock cracks, the particles with smaller particle size can perform secondary plugging again, thereby further improving the plugging action on the rock cracks. The purpose of the heavy-duty pavement is mainly to apply gravity pressure to the corresponding first pavement 4 and second pavement 5, so as to reduce the floating condition of the lower fly ash pavement or stone powder pavement, the first sand pavement and the like in the upstream direction due to disturbance under water.
Of course, without loss of generality, the first layer 4 and the second layer 5 can be replaced by other material layer structures capable of achieving corresponding effects besides adopting corresponding sand layers or fly ash layers and stone powder layers.
Theoretically, the press-heavy layer can be laid by using various layer materials, for example, only one layer of stone slag layer can be used. However, in order to increase the compression of the first 4 and second 5 plies while avoiding the upward passage of fly ash or stone dust etc. through the compression plies, the application preferably employs the following specific arrangement: referring to fig. 1, the heavy-duty pavement sequentially comprises a third pavement 6, a fourth pavement 7 and a fifth pavement 8 from bottom to top; the third pavement 6 is a second sand pavement, the fourth pavement 7 is a non-woven geotextile pavement, and the fifth pavement 8 is a stone slag pavement. Wherein, the second sand layer mainly plays a role of transition; the nonwoven geotextile layer is mainly used for better isolation so as to prevent the fly ash or stone powder and the like from moving upwards; the ballast layer is mainly used for providing a large weight effect so as to provide enough gravity pressure and disturbance resistance for each layer below. Of course, without losing generality, the second sand layer and the fourth layer of the third layer 6 are arranged interchangeably; i.e. the third layer 6 is provided as a nonwoven geotextile layer and the fourth layer 7 is provided as a second sandy layer.
The auxiliary impermeable layer structure can be used as a supplement or auxiliary structure of the existing dam foundation impermeable structure, namely, the impermeable layer structure for improving the self-healing capacity of the impermeable curtain and the dam foundation bedrock can be paved on the upstream foundation pit on the basis of the original impermeable structure taking the impermeable curtain or the impermeable wall as the main body impermeable structure, so that a main-auxiliary combined impermeable structure can be formed, and the aim of improving the integral impermeable effect of the dam is finally achieved.
In addition, as the anti-seepage layer structure with the corresponding thickness is paved in the upstream foundation pit, for the construction of the high arch dam, a certain supporting effect can be achieved on the dam body through the anti-seepage layer structure before the dam is filled with water, so that the risk of the arch dam toe being pulled under the condition of empty storage can be reduced, and damage to the dam body is reduced.
In addition, the application can play a role in preserving heat of the upstream dam surface near the dam foundation because the sand and other materials are paved in front of the upstream dam heel, the temperature of the upstream dam surface in the operation period of the dam is higher than the original reservoir bottom water temperature, the temperature gradient of the part can be reduced, and the application is favorable for reducing the tensile stress of the part.
In addition, the thickness of each ply is not particularly limited in general. In order to achieve better effect, the following arrangement can be preferably adopted in the application:
the thickness of the first ply 4 is set to be not less than half the total thickness of the impermeable ply.
The thickness of the second ply 5 is set to 2m-3m.
The fourth ply 7 is provided as at least one layer of non-woven geotextile.
The thickness of the fifth ply 8 is set to not less than 3m.
For example, taking the total thickness of the anti-seepage pavement as 32m as an example, sequentially setting the thickness of a first sand pavement from bottom to top as 22m, setting the thickness of a powder pavement of a fly ash pavement later as 2m, setting the thickness of a second sand pavement as 5m, setting two non-woven geotechnical cloth layers, and setting the thickness of a stone residue pavement as 3m.
Claims (10)
1. The utility model provides an auxiliary prevention of seepage layer structure of dam upper reaches foundation ditch, includes dam body (1) and prevention of seepage curtain (2), prevention of seepage curtain (2) set up in the below of dam body (1) to the upper end of prevention of seepage curtain (2) links to each other with the lower extreme of dam body (1), its characterized in that: an anti-seepage layer is paved at the bottom of a foundation pit at the upstream side of the dam body (1), and the anti-seepage layer is connected with the upstream side dam surface (3) of the dam body (1).
2. The dam upstream foundation pit auxiliary impermeable laminate structure of claim 1, wherein: the seepage-proofing pavement sequentially comprises a first pavement (4), a second pavement (5) and a compression-weight pavement from bottom to top; the first pavement (4) is a first sand pavement, and the second pavement (5) is a fly ash pavement or a stone powder pavement.
3. The dam upstream foundation pit auxiliary impermeable laminate structure of claim 2, wherein: the compression heavy pavement sequentially comprises a third pavement (6), a fourth pavement (7) and a fifth pavement (8) from bottom to top; the third pavement (6) is a second sand pavement, the fourth pavement (7) is a non-woven geotextile pavement, and the fifth pavement (8) is a stone slag pavement.
4. A dam upstream foundation pit auxiliary impermeable laminate structure as set forth in claim 3 wherein: the thickness of the first layer (4) is not less than half of the total thickness of the impermeable layer.
5. A dam upstream foundation pit auxiliary impermeable laminate structure as set forth in claim 3 wherein: the thickness of the second layer (5) is 2m-3m.
6. A dam upstream foundation pit auxiliary impermeable laminate structure as set forth in claim 3 wherein: the fourth layer (7) is at least one layer of non-woven geotextile.
7. A dam upstream foundation pit auxiliary impermeable laminate structure as set forth in claim 3 wherein: the thickness of the fifth layer (8) is not less than 3m.
8. The dam upstream foundation pit auxiliary impermeable laminate structure of claim 2, wherein: the compression heavy pavement sequentially comprises a third pavement (6), a fourth pavement (7) and a fifth pavement (8) from bottom to top; the third pavement (6) is a non-woven geotextile pavement, the fourth pavement (7) is a second sand pavement, and the fifth pavement (8) is a stone residue pavement.
9. The dam upstream foundation pit auxiliary impermeable laminate structure of claim 1, wherein: the seepage-proofing layer is a sandy soil layer.
10. A dam upstream pit auxiliary barrier flooring structure as claimed in any one of claims 1 to 9, wherein: the impermeable curtain is replaced by an impermeable wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810516497.0A CN108532543B (en) | 2018-05-25 | 2018-05-25 | Auxiliary anti-seepage layer-paving structure for foundation pit on upstream of dam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810516497.0A CN108532543B (en) | 2018-05-25 | 2018-05-25 | Auxiliary anti-seepage layer-paving structure for foundation pit on upstream of dam |
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| Publication Number | Publication Date |
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| CN108532543A CN108532543A (en) | 2018-09-14 |
| CN108532543B true CN108532543B (en) | 2023-09-26 |
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| CN201810516497.0A Active CN108532543B (en) | 2018-05-25 | 2018-05-25 | Auxiliary anti-seepage layer-paving structure for foundation pit on upstream of dam |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109538295B (en) * | 2018-11-27 | 2020-07-31 | 中国神华能源股份有限公司 | Underground reservoir system for sealed mining area |
| CN110818049A (en) * | 2019-12-03 | 2020-02-21 | 国电金沙江旭龙水电开发有限公司 | Waste water recovery structure of sandstone aggregate production system and utilization method thereof |
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| CN104358270A (en) * | 2014-12-03 | 2015-02-18 | 中国电建集团成都勘测设计研究院有限公司 | High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer |
| CN105155470A (en) * | 2015-06-23 | 2015-12-16 | 武汉大学 | Self-healing anti-seepage structure for concrete faced rockfill dam |
| KR101739699B1 (en) * | 2016-07-20 | 2017-05-26 | 한국수자원공사 | Construction Method Of Geomembrane Core Rockfill Dam |
| CN208251021U (en) * | 2018-05-25 | 2018-12-18 | 中国电建集团成都勘测设计研究院有限公司 | Dam upstream foundation pit auxiliary seepage proof ply angles |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8182178B2 (en) * | 2009-11-02 | 2012-05-22 | Zhengzhou U-Trust Infrastructure Rehabilitation Ltd. | Directional fracture grouting method with polymer for seepage control of dikes and dams |
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2018
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Patent Citations (4)
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| CN104358270A (en) * | 2014-12-03 | 2015-02-18 | 中国电建集团成都勘测设计研究院有限公司 | High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer |
| CN105155470A (en) * | 2015-06-23 | 2015-12-16 | 武汉大学 | Self-healing anti-seepage structure for concrete faced rockfill dam |
| KR101739699B1 (en) * | 2016-07-20 | 2017-05-26 | 한국수자원공사 | Construction Method Of Geomembrane Core Rockfill Dam |
| CN208251021U (en) * | 2018-05-25 | 2018-12-18 | 中国电建集团成都勘测设计研究院有限公司 | Dam upstream foundation pit auxiliary seepage proof ply angles |
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